151 
,8 
y 1 



LOCAL 



Engineering O^ta 



FOR 



ST. LOUIS 



COMPUTED BY 



The Engineers' Club 



OF 



ST. LOUIS 



/ 



LOCAL 



En§:ineering: D^ta 



FOR 



ST. LOUIS. 



COMPILED BY 



The Engineers' Club 



OF 



ST. LOUIS 



f^tl' 



Gin 

Publifthtr 
OCT 27 mh 






INTRODUCTORY NOTE. 




HIS book is the outgrowth of a belief on the part of the Engin- 
eers' Club of St. Louis that a record of such engineering data 
as are peculiar to this city would be of permanent value to its 
members. 

It is divided into two sections, Local Conditions and Local 
Materials. The first gives the general facts of the geodetic position , 
climate and geological formations of St. Louis, and the cost of 
works affected thereby. The second treats of such materials as are 
found here, or are largely used in local engineering works. 

The committee desire to express their obligations to the mem- 
bers of the Club who have assisted them, and without whose help 
their work could not have been accomplished. 

St. Louis, 1893. 



OONTENTS. 



PART 1.— LOCAL CONDITIONS. 

Page 

Geodetical and Astronomical Data 5 

City Directrix and Topography 6 

Climate —Temperature 7 

Climate— Heating Buildings by Steam 8 

Climate— Atmospheric Pressures and Velocities 10 

Climate— Rainfall and Storm Water-flow 10-13 

Geological Formations 13 

Cost of Rock Excavation 15 

Clays and Cost of Excavation 16 

Cost of Laying Water-pipe 16 

Cost of Deep Foundations 16 

Cost of Earth Borings 19 

Pressure on Foundations 20 

The Mississippi River at St. Louis 20 

PART IL— LOCAL MATERIALS. 

Stone 25 

Sand 29 

Brick, Clay Pipe, etc 30 

Cement 34 

Concrete 36 

Stone Masonry 40 

Brick Masonry 43 

Brick Sewers 44 

Pipe Sewers 46 

Timber 46 

Cast Iron 47 

Bronze 49 

Fuels and lioiler Trials 50 



PART I 



LOCAL CONDITIONS 



GEODETIC AND ASTRONOMICAL DATA FOR ST. LOUIS. 

The Washington University Observatory, which stands 
on the corner of Eighteenth and St. Charles streets, St. 
Louis, has a longitude 6h., Om., 49.16s. from Greenwich 
and Oh., 52m., 37.07s. from Washington. Our local 
time is therefore 49.16 seconds slow of standard central 
time. 

This point has a geodetic latitude of 38^ 38' 3.6" and 
a geocentric latitude of 38^ 26' 50.4". 

From the geocentric latitude and elevation above sea 
level, may be computed the radius vector of the earth at 
St. Louis, the logarithm of which is 9.999437. 

One degree of latitude at St. Louis is equal to 68.970 
statute miles, while a degree of longitude is equal to 
54.097 statute miles. In this latitude the sun crosses 
the meridian at an altitude varying from 27^ 56.5 at 
the winter solstice, to 74^ 49'. 2 at the summer solstice. 
The longest day at St. Louis is 14 hours, 52 minutes and 



6 



ENGINEERING DATA, 



16 seconds; the shortest is 9 hours, 27 minutes and 44 
seconds. On the longest day the sun sets 31^ 24 . 7 north 
of west; on the shortest day it sets 29^51'. 2 south of west.*^ 

MAGNETIC DECLINATIOX. 

In connection with the latitude and longitude, the mag- 
netic declination is of interest. In the year 1890 the 
eastern declination was diminishing at the rate of 4.4' per 
annum. The following table shows the magnetic declin- 
ation since 1800: 



Year 


1810 


1820 


1830 


1840 


1850 


1860 


1870 


1880 


1890 


t Declination 


-8° 47' 


-8° 55' 


-80 52' 


-80 38' 


-80 14 


-70 43' 


-70 6' 


-60 23' 


-5039 



CITY DIRECTRIX AND TOPOGRAPHY. 

-- The city directrix, which is below the high-water mark 
of the river, and which is taken as the datum for city 
topography is 412.71 feet above mean tide water of the 
Gulf of Mexico at Biloxi. The banks of Compton Hill 
reservoir, which commands the improved parts of the 
city, are 180 feet above this datum. The highest ground 



within the city limits is about 
directrix. 



200 feet above the city 



* The above data were obtained from H. S. Pritchett, Professor of Astronomy 
at Washington University. The lengths of longest and shortest days, and the 
azimuths of sun were computed rigorously, using corrections for refraction 
and parallax. 

t See U. S. C. & G. Survey Report. 



ENGINEERING DATA. 



CLIMATE. 

TEMPERATURE. 

The following table* is a summary of temperature 
observations from 1871 to 1889 inclusive, tabulated by 
months: 

Highest Mean Temperature Observed and Year of Occurrence. 



Annual. 



Jan. 


Feb. 


Mar. 


April 


May 


June. 


July 


Aug 

82.5 
1881 


Sept. 


Oct. 

62.8 
1884 


Nov 

49.6 

1883 


Dec 

49.8 
1889 


45.7 

1880 


43.9 

1882 


50.9 
1871 


61.3 

1878 


71.4 

1887 


79.7 
1871 


83.7 
1887 


75.3 

1881 



57.5 

1871 & 1887 



Lowest Mean Temperature Observed and Tear of Occurrence. 


21.7 
1881 


26.0 
1875 


37.8 
1872 


47.6 
1874 


59.5 
1882 


70.6 
1889 


73.8 
1882 


72.8 
1883 


64.9 
1879 


52.0 
1873 


31.9 
1880 


24.9 
1876 


53.6 

■ 1883 


Average Mean Temperature Deduced from 19 Tears' Observations. 


30.3 


31.2 


43.3 


56.0 


66.2 


74.4 


79.1 


76.7 


68.6 


57.5 


43.3 


35. 1 


'55.5 



To compare with this we have from another authority f 
the following summary: 

Maximum and Minimum Temperatures {1838 to 1881, inclusive), with the Tear 

of Occurrence. 



Jan. 


Feb. 


Mar. 


April. 


May. 


June. 


July. 


Aug. 


Sep 


Oct 


Nov. 


Dec. 


7? 


81 


88 


93 


97 


102 


104t 


102t 


1021: 


9n 


m 


74 


1843 


1840 


1842 


1838,55 


1870,71 


1870 


I860 


1850, 61 


1864 


1867 


1850 


1861,75 


~n 


-151: 


ni 


m 


29+ 


43 


53+ 


45t 


35 


in 





-20 


1873 


1856 


1848 


1857 


1851 


1838,9 


1859 


1863 


1838 


1863 


1839,45 


1873 



Mean Monthly Temperature for the same period. 



31.8 



35.3 44.0 



56.2 



66.4 



r4.7 



77.2 



77.1 



56.0 42.7 



33.3 



Annual mean, 55.3. 

All temperatures are in degrees Fahrenheit. 



* Furnished by A. W. Greely, Chief Signal Officer, U. S. A. 
t Dr. Geo. Englemann. 
^Exposed thermometer. 



8 ENGINEERING DATA. 



The length of the winters gives a good index to cli- 
mate. The period of danger from frost in St. Louis has 
been observed as follows: 

Earliest first killing frost, October 3d, 1885. 

Latest first killing frost, November 20th, 1879. 

Earliest last killing frost, February 27th, 1878. 

Latest last killing frost. May 2d, 1875. 

Average date of first killing frost, October 31st. 

Average date of last killing frost, March 30th. 

Another good index of the severity of a climate may 
be found in the amount of artificial heat needed in city 
buildings.^ 
COiX CONSUMED IN HEATING BUILDINGS BY STEAM. 

With a view to finding a safe unit upon which to esti- 
mate the amount of coal required to heat a given build- 
ing, the following figures are given for three of the prin- 
cipal buildings in the city of St. Louis. All of these 
buildings are well known and recognized as being first- 
class in design, construction and appointments. The 
amount of heat required for any building depends greatly 
upon three factors: 

First. — The cubic contents or space to be warmed. 

Second. — The areas of the exposed surfaces in walls, 
doors and windows through which the heat escapes. 

Third, — The time during which heat is to be kept up. 

The comparative results given below apply directly to 
buildings of similar good design and construction. 

The dimensions are taken from the architect's plans, 
and the amount of coal consumed per month from re- 
ports made by the agents. The running time of engines 
and pumps has been obtained from records kept by the 

*See Note 1. 



1 



ENGINEERING DATA, 



9 



engineers 



The average of the results shown would rep- 
resent good local practice with Illinois coal. 

Building A. Outside dimensions 123'x 68'xlOO', 
eight stories high. The south side is sheltered for seven 
stories by adjoining buildings, making all the exposures 
most severe. The north front has further a large re- 
cess, making actual length of exposure much greater 
than the length of the building; it also stands on high 
ground and is exposed to all the severe winds. 

Building B. The outside dimensions 97'x68'x90', 
eight stories high. The north side is sheltered for seven 
stories by adjoining buildings, making all the exposure 
most favorable, excepting the east fronts. It stands on 
lower ground than A, and is better sheltered by the neigh- 
boring buildings. 

Building C. Outside dimensions 180 ' x 225 ' x 88 ' , six 
stories high. Exposed all around, but west front shel- 
tered by neighboring buildings. It stands upon about 
the same elevation as building B, and is equally well 
sheltered by neighboring buildings. 



^ 

^ 


II 


* EXPOSED AREA. 


Lbs. Coal 

per hour for 

Heating. 


Lbs. Coal 
per hour per 
1000 cubic ft. 

Contents. 


Lbs. Coal 

per hour per 

1000 Sqr. ft. 

Exposure. 




North. 


South. 


East. 


West. 


Total. 


A.. 
B.. 
C 


750,000 

650,000 

3,228,000 


20,000 
14,700 


3,500 

9,800 

14,700 


6,700 

9,700 

35,300 


6,700 

9,700 

35,300 


36,900 

29.200 

100,000 


233.0 

275.0 

1024.0 


0.310 
0.423 
0.317 


6.30 

9.49 

10.24 



*Roof exposure is not counted. 



10 



ENGINEERING DATA. 



We may learn something of a climate by a study of 
the records of barometric readings and wind directions 
and velocities, such as is shown in the following table: 

ATMOSPHERIC PRESSURES AND YELOCITIES. 

Highest Barometric Readings {1880 to 1889, inclusive,) Reduced to Sea Level. 



1 



Jan. 


Feb. 


Mar. 


Apr. 


May. 


June. 


July. 


Aug. 
30.30 


Sept. 
30.47 


Oct. 


Nov. 
30.80 


Dec. 


30.94 


30.90 


30.67 


30 52 


30.37 


30.34 


30.36 


30.54 


30.94 


Lowest Barometric Readings {1880 to 1889, inclusive,) Reduced to Sea Level. 


29.31 


29.20 


29.15 


29.36 


29.48 


29.54 


29.69 


29.67 


29.59 29.49 


29.51 


29.32 


Mean Monthly Pressure Deduced from 15 Years Observations. 


30.16 


30.13 


30.06 


29.97 


29.98 29.96 


29.99 


29.99 


30.05 


30.08 


30.12 


30.15 


Prevailing Wind Direction Deduced from 19 Years Observations. 


N-W. 


N-W. 


N-W. 


S. 


S. 


S. S. 


S. 


S. 


s. s. 


S. 


Maximum Velocity of Wind, Miles per Hour {1873 to 1889, inclusive), and Year 

of Occurrence. 



42 


39 


41 


44 


48 


49 


39 


57 


39 


44 


44 




1876 














1878 






1888 


1888 


1873 


1875 


1878 


1882 


1877 


1878 


1885 


1887 


1887 


^ 


1889 





















48 



1885 



RAINFALL.* 

Monthly rainfalls of over 10 inches have been observed 
twice in May, five times in June, once each in July, 
September, November and December. 

The most violent St. Louis rain on record, occurred 
August 15, 1848, when 5.05 inches fell in seventy-five 
minutes. During that same year, between May 6 and 

* See note 2. 



ENGINEERING DATA. 



11 



August 15, there were five rains which gave an ag- 
gregate rainfall of 24 inches, the actual duration of rain- 
fall being thirty-eight hours. 

The monthlv rainfall has been less than half an inch 
fifteen times since 1838. 

In 1849, during August and September, the rainfall 
was only 0. 75 inch. The three months preceding, how- 
ever, gave a rainfall of 26 inches. 

At Oregon, Holt Co. , Mo. , rainfall observations, by 
Wm. Kaucher, show that the annual rainfall has varied 
from 27 to 49 inches since 1855. The average was 35.97 
inches. 

The highest monthly rainfall there was 14.91 inches, in 
June, 1883. The rainfall has been over 10 inches once 
each in May, June, July, since 1855; six times the 
monthly rainfall has been less than 0.25 inch, the least, 
0.03, occurring February, 1870. 



PRECIPITATION AT ST. LOUIS. 

SUMMARY OP TABLE FROM OBSERVATIONS FURNISHED BY DR. GEO. ENGLEMAN 

1838 TO 1881, INCLUSIVE. 

Maximum and Minimum Monthly and Annual Precipitation, in Inches, with the 

Year of Occurrence. 



Jan. 


Feb. 


Mar. 


April 


May. 


June 


July 


Aug. 


Sept. 


Oct. 


Nov. 


Dec. 
10-90 

1846 

019 

1876 


Annual. 


4-66 

1855 


774 

1857 
055 
1868 


8-61 

1865 

079 

1853 


768 

1850 
025 

1871 


11. 28 1707 

1844 1848 

096 041 

1879! 1864 


1000 

1875 

O&l 

1846 


974 

1848 

004 

1873 


1053 

1866 

002 

1871 


874 

1847 
?8?l 


8-63 

1847 

000 

1865 


68 83 

1858 
21. 87 

1871 


Mean Monthly and Annual Precipitation, in Inches. 


2.t9 


254 


3-60 


372 


4-60 


522 4. 14 


407 


290 


1 

2^96 


289 


288 


41. 69 



In connection with the rainfall, the amount of water 
which will reach sewers and drains is of interest to en- 
gineers. 



12 ENGINEERING DATA. 

STORM-WATER FLOW IN SEWERS. * 

St. Louis sewers, from the beginning, are said to have 
been proportioned to carry off one inch of rainfall per 
hour; what portion of the sewer section was supposed to 
be filled by that flow, during the earlier years of sewer 
construction, is not known. Mr. Robert Moore, who 
became sewer commissioner in 1877, adopted the formula 
N=^ 1 D being the diameter of circular sewer, H 
LioHJ • the fall in feet per 100, and N the number 
of acres drained; the sewer being supposed to run three- 
fourths full. Possibly in earlier years the common sup- 
position of half full was used. Mr. Moore made tables 
to guide in proportioning sewers, which were published 
in the first volume of the Journal of the Association of 
Engineering Societies, These tables are still used in 
proportioning the smaller sewers, and the results, so 
far as known, have proven satisfactory. 

It is well known that rainfalls, much in excess of 1 
inch per hour, frequently occur in St. Louis. That the 
sewers are not overtaxed is due to several causes. 
Among them, first : The real capacity of the sewers is 
considerably in excess of that assumed ; the ratio of as- 
sumed to real capacity ranging, for pipe sewers, from 
79 per cent, for 12-inch pipe, to 67 per cent, for 24-inch 
pipe, and, for brick sewers, from 75 per cent, for 2 feet 
6 in. diameter, to 57 per cent, for a sewer 12 feet in 
diameter. Second : Most of the smaller sewers can run 
under a head without flooding the adjoining property so 
as to call attention to the fact of being overcharged. 
Running under unknown head, the discharge may be 



I 



* See note 3. 



ENGINEERING DATA. 13 

greatly in excess of that computed, as due to the grade. 
Third : Many of the areas drained have not been fully 
improved, consequently the proportion of rainfall reach- 
ing the sewers during the storm has not reached a 
maximum. 

From a study of St. Louis sewers that are known to 
be overtaxed, and taking into account their capacity, 
computed by Kutter's formula, the quantity of water 
reaching the sewers may be fairly represented by the 

5 

formula Q= 2.0625 I^ s A * , in which A is area in acres, 
and S the mean surface grade in feet, per thousand. 
This result, which differs from the well-known Burkli- 
Zeigler formula, in using the fifth instead of the fourth 
root, agrees quite well with the results of sewer gaug- 
ings made in New York city by Rudolph Hering, C. E. 

GEOLOGICAL FORMATIOIJ^S.* 

Geologically speaking, St. Louis rests on lower coal 
measure and upper sub-carboniferous rocks. Our coal 
measure rocks contain a workable seam of bituminous 
coal, which was found at a depth of 60 or 80 feet or 
less. Valuable beds of fire-clay also are contained in 
these strata. The sub-carboniferous rocks belong to the 
St. Louis group of limestones. This group shows a 
depth of 200 to 250 feet at Alton, 111. This limestone 
is sometimes massive and sometimes in thin beds. It 
has a decided cavernous character, as is shown by the 
numerous sink-holes in parts of the city. The stone is 
valuable for making lime and is largely used for street 
and building purposes. 

* See Note 4. 



14 ENGINEERING DATA. 

From a deep well at the Insane Asylum the following 
section was obtained: 



40 feet. .Clays. 


80 


^' . . Coal measure rocks. 


670 


'' . . Lower carboniferous rocks. 


93 


' . . Chouteau limestone. 


421 ' 


' . . Trenton, Black River and Birdseye limestone 


148 


' . . 1st magnesian limestone. 


133 ^ 


' . . Saccharoidal ' ' 


517 ' 


' . . 2d magnesian ' ' 


82 ^ 


^ . . 2d sandstone. 


83 ^ 


' . . 3d magnesian limestone. 


98 


^ . . 3d sandstone. 


384 


'' . .4th magnesian limestone. 


54 ' 


' . . Potsdam sandstone. 


245 


' . . Granite and sandstone. 


40 


^ . . Granite. 



The total depth bored was 3,843.5 feet, and the surface 
is here 583 feet above the level of the Gulf of Mexico. 
At the bottom of the well a registering thermometer 
showed a temperature of 105^ F. 

At Jeflferson Barracks, south of St. Louis, the Warsaw 
limestone is found, which is the base of the St. Louis 
group; at Cliff Cave we have the Keokuk limestone and 
at Kimmswick the Burlington limestone, all sub-carbon- 
iferous. At Pevely we drop to lower silurian and at 
Crystal City we find the saccharoidal or St. Peter's 
sandstone, a very soft, pure and white sandstone, which 
is here 40 or 50 feet thick and is used for glass-making. 

Going west from the city, we find at Kirkwood, St. 
Louis limestone, and at Glencoe, Trenton limestone, lower 



ENGINEERING DATA. 15 

Silurian. Three miles to the north of Glencoe, deposits 
of drift are found consisting of rounded siliceous pebbles. 

Going towards St. Charles, we pass over middle coal 
measures and find at St. Charles, the St. Louis limestone. 
Going up the river, we find at the Chain of Rocks St. 
Louis limestone covered by coal measures. At Alton 
we have the same. At Jersey Landing the entire Illinois 
bluff, about 200 feet high, is composed of Burlington 
limestone, which also caps the bluffs at Grafton. At 
Grafton, we find Niagara limestone, upper silurian, which 
here forms a cliff of bluff dolomite, rising 80 to 90 feet 
above low water. These ledges are extensively quarried 
for building stone. 

In the Illinois bluffs opposite our city we have the 
outcrop of the Belleville coal seam, which consists of 
from 5 to 7 feet of valuable bituminous coal. 

COST OF ROCK EXCAYATION. 

The cost of rock excavation in open cut is usually 
estimated at about $2.00 per cubic yard, more or less, 
according to conditions. 

The inlet tunnel for the waterworks, which was driven 
through solid limestone, with a section 10x10 to 10x16 
feet, cost about $6.00 per cubic yard of excavation, or 
$23.46 per lineal foot. 

Sinking shaft for inlet tower on same work, shaft 
circular and 10 feet in diameter, cost as follows: 

Drilling done by hand, little pumping required, cost 
per foot of depth: 

Labor account $34. 50 

Dynamite (5.6 lbs. at 25 cents) 1.40 

$35.90 



16 ENGINEERING DATA. 

CLAYS AND COST OF EXCAYATION.* 



The rocks beneath our city are concealed under a 
covering of earth. On the hills we have usuallj^ a yellow 
bluff clay, which gives an excellent foundation for build- 
ings. It is readily excavated and usually stands well 
without bracing. The best of it makes very good clay 
puddle and is used extensively for the manufacture of 
red brick. 

In the bottom lands we find a tenacious blue clay or 
''gumbo" and beds of sand, which, when saturated with 
water, are excavated with difficulty. 

Earth excavation above the water-line, with a short 
haul, is usually estimated at about 1 5 cents per cubic yard. 

In excavating for the waterworks conduit, a New Era 
Excavator was used, with six teams and drivers, three 
laborers and one head plowman, at an average total cost 
of operation of $30.75 per day, and removed about 600 
cubic yards per day at a cost of 5^ cents per yard. 

COST OF LAYING WATER PIPE. 

The cost of laying water pipes of all sizes as it is done 
by the city, may be roughly estimated at from $8.00 to 
$10.00 per ton of 2000 pounds. 

COST OF PUTTING IN DEEP FOUNDATIONS FOR THE 
ST. LOUIS AQUEDUCT. 

Sheet Piling. 

COST OF DRIVING PILES IN PIER NO. 4, MALINE CREEK BRIDGE. 

Two rows of piling were used. The top row, 14 feet 
long, was driven around a frame 15' x 28'. 5. The earth 
was excavated and the second row, 16 feet long, was 

* See note 5. 



1 



ENGINEERING DATA. 17 

driven to rock inside of the first row, around a frame 
9'x22'.5. Weight of hammer about 1,500 lbs. The 
material was clay inside of the top row of piling, and 
layers of clay and quicksand in the second row. 

Cost of Working Driver. 

1 superintendent @ $3.33 $ 3.33 

1 master of pile driver® 3.00 3.00 

1 engineer @ 2.50 2.50 

5 laborers @ 1.75. 8.Y5 

1 engine, etc., @ 2.00. . 2.00 

Coal, 20 bu., @ .09 1.80 

Total for 10 hours $21.38 

or $2,138 per hour. 

Top Row of Piling— ^h piles, 6" x 10" x 14, =1190 

lineal feet. 

Placing frame and machin- Periin. foot, 

ery, 5 hours @ $2. 138 . . $10. 69, or 0. 009 
Driving piles, 15 '' @ 2.138.. 32.07, or 0.0269 

Clearing pit, 1 ^^ @ 2.138.. 2.138, or 0.0018 

Totals . . .^ @ $2. 138 . . $44,898, or 0. 0377 

Bottom row of piling, 60 piles 6" x 12'' x 16' =960 lin. ft. 

The hammer line passed through two snatch-blocks 
before going to engine. 
Putting in frame and driver, 

changing engine, etc., 

Per lin. foot. 

4 hours, @ $2. 138 .. $ 8. 65, or $0. 0089 
Driving piles, 20 " @ 2.138.. 42.76, or 0.0445 

Total .... 24 " $2. 138 . . $51.31, or $0. 0534 



18 ENGINEERING DATA. 

Excavation. 

Cost of Earth, Excavation inside of top sheet piling of 
Pier No. 4, Maline Creek Bridge. 
The material was wet blue clay and handled well. 

Foreman, 3 days, @ $3. 33 $10. 00 

" 2i " @ 3.00 7.50 

Engineer, 2^ " @ 2.50 6.25 

Laborers, 22 " @ 1.75 38.50 

Teams, 3^ " @ 3.50 12.25 

Engine,etc. 2i " @ 2.00 5.00 

Coal, 35 bu. @ .09 3.15 

Total $82.65 



1 



Size of pit, 15' x 28'. 5 x 12' deep. 
Cubic yards, 190. 

Cost per cubic yard, $0,435. 



Cost of Earth Excavation inside of the bottom row of 
sheet piling, Pier No. 4, Maline Creek Bridge. 
The material was blue clay and quicksand, carrying a 
large amount of water. The bottom of the sheet piling 
was about 25 feet below the elevation of the ground 
water. The pumping and bracing required about one- 
half of the total amount of labor. 

;3.33 % 26 67 

3.00 36.90 

2.50 15.25 

1.75 120.575 

2.00 12.20 

3.50 33.60 

.09 8.10 



Foreman, 8 days. 


@ 


" 12.3 " 


@ 


Engineer, 6. 1 " 


@ 


Laborers, 68.9 " 


@ 


Engine, etc. 6.1 " 


@ 


Teams, 9.6 " 


@ 


Coal, 90 bu. 


@ 



Total $253,295 



ENGINEERIKG DATA. 19 

Size of pit, 9' x 22'.5 xl5' deep=112.5 cu. yds. 
Cost per cubic yard of pit, $2,252 

Inside of top piling, 190 cu. yds. . .$ 82.65 
" " bottom " 112.5 " .. 253.295 

302.5 $3^5.945 

Average cost per cu.yd.for the whole pit, $1,112 

Before making excavations in earth of a doubtful 
nature, it is often advisable to test the ground by boring. 
The following notes, on the labor and cost of boring, 
will thus be of interest to the engineer. 

COST OF EAETH BORINGS.* 

The instrument used was a 6-inch auger, and the 
material bored in was alluvial bottom at the Chain of 
Eocks. These borings were made as preliminary to the 
construction of the settling basins for the St. Louis 
Water Works Low Service Extension. 
Average of 161 borings: 

Average depth of borings 16'. 78 

" ' ' bored per day : . 37'. 00 

" cost of a boring $2.95 

" " per foot 0.176 

Eight hours was a day's work for the boring party, 
which consisted of one foreman, at $2.50 per day, and 
two laborers, at $2.00 each per da3^ The foreman was 
required to take samples of ground, on an average, 
about two feet apart. After a fine sand stratum was 
entered, t^e rat^ of boring was considerably reduced by 
the ground falling in. The average depth at which this 
stratum was entered was about nine feet. 

• *See note 6. 



20 ENGINEERING DATA, 

PRESSURE OX FOUNDATIONS. 

The pressure or weight which earth will sustain, de- 
pends upon a number of conditions. The following ex- 
ampleSj however, are given to convey a rough idea of 
local practice, which has proved successful : 

The city water tower rests on bluff clay, at a depth of 
about twenty feet below the surface, with a uniform 
pressure on the foundation, estimated at 3,700 lbs. per 
square foot. ^ 

The division walls of the old settling basins of the city 
water works rest on a filled foundation of clay, two feet 
thick, which rests in turn on alluvial ground, near the 
river bank. The natural conditions may be considered bad. 

The pressure is sometimes on one side of the division 
wall and sometimes on the other. The maximum pres- 
sure under the toe of the wall is estimated at 3,200 lbs. 
per square foot, f This is at a depth of 3^ feet below 
the floor of the basins. These walls have shown some 
settlement, but are still in good condition. 

The data upon Local Conditions will be concluded 
with some notes on 

THE MISSISSIPPI RIYER AT ST. LOUIS.t 
The St. Lonis Gange. 

The St. Louis gauge near the foot of Walnut street is 
the regular gauge on which continuous records of the 
stao^es of the river have been observed. All stages refer 
to the zero of this gauge as a datum. 

This zero has the following connections : — 33.74 feet 
below the St. Louis directrix; 378.97 feet above mean 
Gulf tide [preliminary value] at Biloxi, by Mississippi 

*See note 7. ^ 

tSee note 6. » 

tSee note 8. 



ENGINEERING DATA. 



21 



Eiver Commission line of precise levels; 382.62 feet 
above mean ocean tide at Sandy Hook, by U. S. Coast 
Survey line of precise levels. 

High Waters, 

High waters, prior to the regular record, have the 
following stages on this gauge : 

For 1844=41.32 feet. For 1851=36.54 feet. 
" 1858=37.04 " " 1892=36.4 

The following tables are self-explanatory : 

Average and Extreme Monthly Stages (1861-88, inclusive). 



u 





Jan. 


Feb. 

28.2 


Mar. 

25.7 


Apr. 
31.5 


May. 


June. 


July. 


Aug. 


Sept. 


Oct. 


Nov. 


Dec. 


Max . . . 


17.5 


33.6 


34.8 


32.2 


29.8 


22.2 


25.1 


29.5 


20.6 


Ave.. .. 


8.5 


10.5 


14.2 


19.1 


19.7 


19.4 


18.6 


12.3 


10.2 


9.4 


9.0 


7.2 


Min.... 


0.9 


1.2 


4.3 


8.2 


9.6 


8.8 


6.6 


4.0 


3.0 


2.4 


2.4 


0.0 



To show the rate of rise or fall of the river at flood, 
the following notes were made from the Water Works' 
records from April, 1872, to April, 1885. The gauge 
is three miles above the official gauge and reads from a 
datum 100 feet below the city directrix: 

MAXIMUM RISE AND FALL OF RIYER AT HIGH STAGES. 





Rise 


Fall 






Gauge. 


in 24 hours, 
feet. 


in 24 hours, 
feet. 


Date . 




92 




4.2 


August 8, 1875. 




96 


7.5 




February 21, 1882. 




98 


3.5 




August 2, 1875. 




98 




2.5 


May 9, 1881. 




99 


3.2 




May 8, 1876. 




100 




1.4 


May 8, 1881. 




101 


2 




. May 9, 1876. 




101 




0.9 


June 30, 1883. 




102 


0.9 




June 20, 1883. 




102 




0.8 


June 29, 1883. 




103 


' 


0.5 


June 27, 1883. 


• 


104 


0.6 




June 25, 1883. 





22 



ENGINEERING DATA, 



DISCHARGE AND SEDIMENT OBSERTATIONS, RITER AT 

ST. LOUIS, 1881, 



Date, 1881. 



February 5. 

25. 

March 14... 

" 16... 

" 28... 

April 23 

" 25 



May 12 

August 5.... 

" 8.... 

" 13.... 

" 19.... 

" 31.... 
November 4. 





Discharge 


Mean Ve- 


Slope, 


Gauge. 


Cubic feet 


locity^ feet 


feet per 




per Sec. 


per Sec. 


1,000. 


7.55 


47,128 


2.42 


.0842 


10.90 


127,652 






19.45 


314,979 






20.10 


348,910 






20.90 


363,188 






27.40 


573,618 


6.21 


.1599 


29.25 


599,384 


6.14 


.1633 


29.75 


648,324 


6.56 




26.50 


443,419 


5.36 




14.45 


179,174 




.0609 


13.20 


145,754 


3.58 


.0210 


11.50 


124,186 


3.29 


.0293 


10.30 


102,651 


2.97 




8.90 


84,878 


2.81 




24.40 


552,834 


7.62 


.1440 



Sediment, 
parts in 
100,000. 



19 



202 
272 
240 
90 
75 
75 
63 
52 
46 



M. R. C. Report, 1882. 

CLOSING OF NAYIGATION BY ICE. 

The following notes on the closing of navigation on 
account of ice were compiled from various records, and 
cover the period from the fall of 1865 to the spring of 
1889: 

Date of earliest closing December 1st. 

Date of latest closing February 14th. 

Date of earliest opening December 12th. 

Date of latest opening March 3d. 

There were five winters during this period in which 
the river was not closed at all. 

The highest stage reached while the river was closed 
was twenty-three feet on the gauge. 

SEDIMENT IN RIVER WATER. 

The following tables give the amount of sediment in 
the water from observations at St. Charles, Grafton and 
St. Louis: 



ENGINEERING DATA. 



23 



Settled 
Water. 






X 



Olt— ^ 






OO J- 

to to 



pop 

Uco<{ 

^^8 



ppo 
bk)bo 



2B^ 



ppp 

ill 



ppp 

N-C0<1 
yiC0 4a> 



ppp 

CO Q !-«■ 
ICOOO 



pop 
to® «o 

OOO 



Water Works 
Intake . 



s 2 >< 



t9C0« 



OOO 




ill 


Oi-'rf^ 


^ 


5SI 




|-^^^^;»' 


^ 


t-'coos 


P 


4.138 
3.023 
1.952 


> 


^JOIO 


s 


ODCOCO 


^ 


«:0tS4i. 








^oooc;^ 




bos CO 


►-toco 


^ 


^^^o 


OP? 


OOi-' 




ISi 


OOO 


O 


CO 4^ OS 

*-«ooo 


o 


OOO 


^ 


il£ 


o 



Mississippi 

River water at 

Grafton, Ills. 



» ^ X 



PPP 



OtOO 



ppp 



g^: 



poo 



4i^00 

w«o 

or O 






PPP 

o?oo 



> 
MJ 

H 



p 



JZ3 





Missouri River 






water at 






St. Charles, Mo. 






^>^ 








^■< Pi 








P<5S 














































; 












«-( 








p 








p 














OOO 


►^ 






ill 








OOh- 


^ 






w»g 


^ 






oo«oco 








Orfi^OO 


;> 

« 






<s coo 






OS CO CO 








<StDO 


^ 






lOOOrfi^ 


g 






05<I CO 


p 






coc;T<f 








CC 1— ^ 00 


p 








rt) 






C0 4^t» 






to woo 








<J *>- P-- 






BS^ 


'<! 






H- iCCO 


> 






OTOStS 


c 








QFQ 






00-5 i4^ 








<z>^^ 


CO 












w 










OOO 


o 




^ 


^^«o 


o 




•Q lO "<J 






r> 


< 




» 




fel 








o 




p 




<J 












00 








r^ 




i 












* 





24 



ENGINEERING DATA. 



HARDNESS AND CHLORINE. 

The table below shows the hardness and chlorine of the 
river water, from determinations made in the year 1886. 
In tests made during 1885, '86 and '87, the hardness 
ranged from 4.62 to 12.80. It is interesting to note that 
more chlorine is found on the Missouri side of the 
stream. The samples were all taken at the Chain of 
Rocks. 



I 









Hardness in 


Degrees, Clark's 


Scale 












Jan. 


Feb. 


Mar. 

8.06 
7.35 
6.13 


April 


May 


June 


July 


Aug. 

7.89 
7.19 
6.50 


Sept. 


Oct. 


Nov. 
8.61 


Dec. 


S Max . . . 




7.42 
6.57 
6.10 


7.89 
7.10 
6.44 


9.77 
8.54 
6.67 


7.29 
6.54 
5.67 


8.06 
7.72 
7.11 


8.97 
8.22 
7.48 


12.32 


M VAve 






8.1210.13 


d Min. . . . 






7.59 8 54 


:^J 








'd Max. . . 






8.60 

7.72 
6.48 


7.48 
6.89 
6.10 


7.89 
6.58 
5.60 


9.90 
8.59 
6.00 


7.86 

7.22 
5.81 


8.70 
8.18 
7.65 


8.91 
7.95 
7.31 


6.82 


7.43 
6.79 
5.98 




w y Ave 








^ Min. . . . 








1— 1 J 

















Chlorine 


, Grains per 


Gallon, 










11 

d 
J^ J 


Max. . . 






0.84 
0.43 
0.27 


0.62 
0.33 
0.19 


0.54 
0.29 
0.16 


0.92 
0.48 
0.32 


0.70 
0.53 
0.38 


1.46 
0.87 
0.58 


1.11 
0.99 

0.87 


1.22 
0.95 

0'.82 


1.28 
1.06 
0.87 


2.51 


I-Ave 







1 58 


Min.... 






1.17 










6^ 


Max... 






0.30 
0.24 
0.22 


0.27 
0.20 
0.16 


0.27 
0.17 
0.14 


0.49 
0.33 
0.16 


0.52 
0.38 
0.27 


0.58 
0.50 
0.41 


0.55 
0.44 
0.35 


0.47 
0.39 
0.35 


0.50 
0.38 
0.29 






-Ave ... 
Min... 





.... 
















ENGINEERING DATA. 



25 



PART II 



LOCAL MATERIALS 



STONE. 

The following analyses'^ show the composition of lime- 
stone found in this vicinity. No. 10 was a sample of 
macadam taken from the city streets. No. 11 came 
from a quarry near Manchester, where building stone is 
obtained. No. 12 shows the range obtained from a 
number of analyses of stone used for making lime for 
the market. 



10 St. Louis Limestone (Macadam). 

11 '• " County Limestone 



12 Falling Springs (111.) Limestone. 







'^^a 




k>G 




o'd 5 




XJ o 


d 


xides 
ron ar 
lumin 


a> 


02 ■►^ 

xn"Z 

3& 


w 


a 






o^<i 




43.51 


0.41 


0.28 


54.53 


42.49 


3.32 


0.56 


53.35 


(41.13 
\ to 
(43.56 


0.66 


0.34 


51.87 


to 


to 


to 


6.14 


87 


55.19 



QQ 

a> 



0.24 
0.25 
0.00 
to 
2.06 



To compare with the above we have an analysisf of a 
sample of the St. Louis limestone used in the gate house 
which rests on the inlet tower at the Chain of Kocks. 
The sample showed a coarse crystalline fracture. 

* By Mr. Caldwell. 

t By Mr. Jjio. F. Wixford. 



26 



ENGINEERING DATA. 



Silica and clay 



ST. LOUIS LIMESTONE- 

Per cent. 

= 0.781 

Carbon dioxide C O2 =43.440 

Alumina and ferric oxide, AI2 O3 + Fe2 O3 . = 0.436 

Lime, Ca O =65.323 

Magnesia, Mg O = 0.232 

Total 100.212 

Building stones from Grafton and Joliet, 111., are 
largely used in our city. These stones are magnesian in 
character and belong to the geological formation known 
as the Niagara limestone upper silurian. In some tests 
made for the Eads' bridge, cubes of Grafton stone were 
found to have a crushing strength of 12,300 pounds per 
square inch, while granite stood from 11,700 to 16,400 
pounds per square inch. The modulus of elasticity of 
the Grafton stone was found to be 8,600,000, while that 
of Maine granite was from 5,000,000 to 13,000,000. 
These figures, however, should not mislead one into 
thinking that in hardness and texture the Grafton stone 
resembles granite, for it does not. 

The following analyses*^ show the composition of stone 
used on the new waterworks: 

GRAFTON AND JOLIET STONE. 



Lime 

Magnesia 

Carbon dioxide 

Alumina and ferric oxide 
Sulphuric anhydride . . . 

Silica 

Organic matter and water 

Total 



Al 



CaO 
MgO 

C(32 

SO3 
Si02 



O. 



Grafton. 



29.44 
17.81 
45.32 

4.25 
0.06 
3.25 
0.13 



100.26 



Joliet. 



33.52 

10.93 

40.69 

3.95 

0.05 

10.96 

0.31 



100.41 



♦Wixford. 



ENGINEERING DATA. 



27 



I 

■ Limestone from Bedford, Ind. , is largely used in this 
H market. It is a massive stone, shading in color from 
buff to blue, the blue being considered superior. The 
following analyses "^ will show its composition : 

BEDFORD STONE. 



Lime 

Magnesia 

Carbon dioxide 

Alumina and ferric oxide 

Insoluble, organic 

siliceous 



u 



CaO 

MgO 

ch 

Al2 0a+Fe.2 03 



Buff. 



55.34 
0.40 

43.60 
0.31 
0.11 
0.35 



100.11 



Blue . 



53.68 
0.71 

42.81 
0.50 
0.25 
1.64 



99.59 



The analysis shows that it is a pure limestone, and of 
practically the same composition as the St. Louis lime- 
stone. 

Three-inch cubes of the same piece of stone which 
was analyzed, gave the following results : One cube of 
blue Bedford, crushing strength 6,090 lbs. per square 
inch ; one cube of buflf crushed at 3,890 Bbs. per square 
inch ; one cube of buff crushed at 3,140 lbs. per square 
inch. 

The following table gives the breaking strength of 
beams sawed out of the same stone : 

BEAMS OF BEDFORD STONE. t 



Blue 

Buff 



Dimensions 
in inches. 



3.02" 
3.02" 



h 1 



4.0" 
3.0" 



34.5 
42 



Central 

Breaking 

Load in lbs 



W 



1,200 
380 



Maximum 

Fibre Stress, 

lbs. per Sq. In 



f= 



3 wl 
2bh2 



1290 
880 



Deflec- 
tion in 
Inches 



0.024 
0.040 



Resistance. 



Inch. Lbs. 


Total PerCu.In. 


kwd 



14.4 
7.6 



0.0346 
0.020 



* Wixford. 
tSee note 9. 



28 



ENGINEERING DATA. 



In the former beam the natural bed of the stone was 
thought to be transverse to the axis, while in the latter 
the natural bed was not known. 

The following is an analysis^ of Lake Superior red 
sandstone, which is largely used here in ornamental 
building work : 



LAKE SUPERIOR 

Carbonic dioxide 

Silica. 

Alumina and ferric oxide 

Lime 

Magnesia 

Silica 

Alumina and ferric oxide 

Lime 

Magnesia 

Soda 

Potassa 



SANBISTONE. 

CO2 1.02 

SiOg 0.22 

Al203+Fe203 1.52 

CaO 0.32 

MgO 0.06 

SiOa.... .. .. 81.90 

AlgOs+FeaOg 9.63 

CaO 0.38 

MgO 0.33 

NasO 1.11 

K2O 5.24 



101.73 



The table given below shows the density and porosity 
of a number of stones : 



STONE.t 



Kind of Stone. 



Red granite 

*' (surface).'... 

Gray granite 

North St. Louis limestone 
Joliet stone 

" " (seamy) ." 

Grafton stone 

Stone three miles north of 
Chain of Rocks, quarry of 

Wm . Vogelson 

Blue Bedford 

Buff Bedford .'■.'.' 

Lake Superior sandstone.. . 

* Wixford. 
+ See note 10. 



Spec. Gray. 



2.64 
2.63 
2.61 
2.64 
2.65 
2..63 
2.65 
2.57 
2.52 
2.66 
2.64 
2.64 
2.49 
2.19 
2.10 



)er Cu. Ft. 


Per Cent, of 


Water Absorbed 


165.0 




164.4 




163.1 




165.0 




165.6 




164.4 




165.6 


2.40 


160.6 




157.5 


4.00 


166.3 


0.44 


165.0 


0.65 


165.0 


X.13 


155.4 


1.61 


136.7 


5.69 


131.0 


5.49 



ENGINEERING DATA. 



29 



SAND.* 

By far the greatest part of the sand used here is taken 
from the channel and bars of the Mississippi river. 
Some experiments with such sand showed that: 
Dry sand weighs 105 lbs. per cu. ft. and contains 
about 30 per cent, of voids. Sand settled by sprinkling 
in water weighs 112 lbs. per cu. ft., after deducting the 
weight of water in voids, i. e,, 112 lbs. of dry sand 
sprinkled into water will occupy one cubic foot of space. 
The specific gravity of the average particle is 2.60. 

Three parts of sand and one part of Louisville cement 
will give three parts of mortar. 

Two and one-half parts of sand and one part of Puz- 
zolan cement (fine ground) will give two and one-half 
parts of mortar. 

Any additional cement in either case will give an 
increased volume of mortar. 

The experiments given below show the value of river 
sand for mortar. 

The following tests were made with Dyckerhoff cement 
mixed with a sample of standard sand, such as is used 
in the official testing laboratories of Germany, and also 
with Mississippi river sand: 



German standard sand. 
Mississippi river sand. 



QQ 




A . 


OQ 








W,.5 


P. 




O 




II 




□D 






o 

d 




d 


i 

< 


2 aj 




5 


7 


182 


5 


28 


10 


7 


249 


10 


28 



bo . 
(D P< 



220 
257 



*See Note 11. 



30 ENGINEERING DATA. 

The above tests were all made with one part of cement 
to three parts of sand by weight. 

The following tests were also made with one part of 
Dyckerhoff cement to three parts of sand by weight. 
Three samples of each kind were made and all exposed 
one day in air and six days in water: 

Sand Tests. Arerage 

Tensile strength . 
Where obtained. lbs. per sq. in. 

Kaw river 218 

Bar opposite city 184 

Meramec river 197 

German standard 208 

Mississippi (passing a No. 20 but not a 

No. 30 sieve) 225 

All of these samples were clean and coarse. 

BRICK, CLAY PIPE, Etc.* 
Coming now to artificial or manufactured stone, we 
find our city well provided with suitable material. In 
the hills are found unlimited quantities of yellow brick 
clay, which is very plastic when tempered. An air-dried 
sample of this clay gave the following analysis :t 

Comiuon Yellow Brick Clay. 

Loss by ignition 4.25 

Silica 77.87 

Oxide of iron 3 . 84 

Alumina 9 . 89 

Lime 1 . 60 

Magnesia . 44 

Sulphuric acid traces 

* 97.89 

*SeeNotel3. 

tBy Mr. T. J. Caldwell. 



ENGINEERING DATA. 



31 



To show the density of St. Louis brick, the following 
table of tests is given. The brick are numbered in the 
order of their hardness, as shown by the pitch of the 
sound given by the brick when struck, No. 1 being the 
softest salmon and No. 26 the hardest paving brick. 
The specific gravity was determined by dividing the dry 
weight of the brick by the diflference between the wet 
weight in air and the wet weight in water: 

RED BRICK.* 

Density, etc. 







f^ 


-^'S'S 


•m 








^ ^H-p 


«4-t 




•S.5 

cog 


as 



1^1 




o 






in 


il 


1 


1.49 


93.1 


21.3 


Hand. 


14 


1.98 


123.7 


8.5 


Hammer. 


2 


1.61 


100.6 


21.0 


Pressed. 


15 


1.68 


105.0 


15.8 


Hand. 


3 


1.83 


114.4 


14.1 


" 


16 


1.91 


119.4 


11.3 


Pressed. 


4 


1.79 - 


111.9 


15.3 


u 


17 


1.69 


105.6 


15.0 


Hand. > 


5 


1.83 


114.4 


13.5 


«( 


18 


1.83 


114.4 


13.0 


Pressed. 


6 


1.54 


96.3 


20.0 


Hand. 


19 


1.96 


122.5 


9.4 




7 


1.69 


105.6 


18.1 


Pressed . 


20 


1.88 


117.5 


12.3 




8 


1.72 


107.5 


17.1 


" 


21 


1.82 


113.8 


13.3 




9 


1.72 


107.5 


14.2 


Hand. 


22 


1.93 


120.6 


9.2 




10 


1.81 


113.1 


14.8 


Pressed. 


23 


1.85 


115.6 


13.0 




11 


1.86 


116.2 


12.3 


«( 


24 


2.01 


125.6 


8.2 


Hammer. 


12 


1.96 


122.5 


9.6 


Hammer. 


25 


1.88 


117.5 


11.0 


Pressed. 


13 


1.85 


115.6 


12.4 


" 


26 


2.18 


136.3 


4.7 


" 



The following table will explain itself: 



SIZE AND WEIGHT OP ST. LOUIS BRICK.f 

As Shown by the Measurement of Twelve Bricks of Each Kind from Four Dif- 
ferent Brick Yards. 





















. 


SPECIFIC 




LENGTH. 


WIDTH. 


THICKNESS. 


GRAVITY. 


KIND 


a 


a 




a 


a 


6 


a 


a 




a 


a 


OF 


a 


3 
a 


1 


;3 - 

a 


a 


t 


a 


3 

a 


"i 


3 

a 


a 


BRICK 


g 


B, 


0) 

> 


03 


*s 


< 


c3 


fl 


> 

< 


33 


Q 




'^ 


s 


< 


S 


■s 


^ 


^ 


^. 


^ 


Paving 


8% 


8 


8 3-16 


4^ 


3% 


4 


2 5-16 


21-16 


2% 


2.18 


1.95 


D'k.red 


8H 


8^ 


8 5-16 


44 


4 


4y« 


2% 


2% 


2 3-16 


1.95 


1.80 


Lgt.red 


8y, 


8% 


8 7-16 


4H 


4 


4 3-16 


2% 


2% 


.^H. 


1.80 


1.65 


Salmon 


m 


8% 


8^ 


4% 


4 3-16 


4^4 


2% 


2%, 


2 5-16 


1.65 


1.48 



* See Note 12. 
tSee Note 12. 



32 



ENGINEERING DATA. 



Stock bricks closely piled will measure about 51 cubic 
feet per 1,000 brick. 

St. Louis brick are of ample strength for ordinary 
building purposes. Tests of red brick made for the 
Eads bridge show a crushing strength of from 2,000 to 
7,500 pounds per square inch. 

Straight, hard brick, such as are used in engineering 
work, can usually be bought at from seven to ten dollars 
per thousand. 

Vitrified brick are not made extensively in the city. 

Eleven samples of vitrified or ''blue" brick made 
here were tested and found to have a specific gravity of 
1.99 to 2.11, and weighed from 124.4 to 131.9 pounds 
per cubic foot. These brick absorb water very slowly. 
After immersion for three months, they were found to 
have absorbed from 2.33 to 5.53 per cent, of water by 
weight. 

These brick are quoted at about twelve dollars per 
thousand, common brick size. 

Vitrified clay sewer pipe are of material similar to the 
above-mentioned vitrified brick. Two samples of pipe 
made in St. Louis were tested, with the following results: 

Vitrified Clay Pipe. 







Per cent, of absorption by weight 
when immersed in water. 


Color of 
fracture. 


Specific 
gravity 


24 hours. 


72 hours. 


96 hours. 


Dark 


2.14 
2.19 


3.27 
2.91 


3.74 

2.91 


3.74 


Light 


2.91 



Experiments made at the Kose Polytechnic Institute 
showed that tested by hydraulic pressure American 



ENGINEERING DATA. 



33 



vitrified sewer pipe have an average tensile strength of 
at least 600 pounds per square inch. 

The manufacturer's price list given below contains 
useful information in regard to sewer pipe as it is made 
in this city. 

The present discount for straight pipe is about 75 per 
cent. 

standard Vitrified, Salt Glazed Sewer Pipe. 







w 








. 






co~ 














s, 


CO 

O 
o 


-1^ 


CO 

O 

o 

.s 




a 
*5 




O 
* . 


xn 
S 
o 

^X5 


o 
o 


en 


so? 




•s^ 


?§ 


>^S 


,£3 


o3 


^5 


4) 


.^s 


gi 


>^^ 


-C3 


03 


'S^ 


1— 1 


CO 






0) 


2 
< 


6^ 


'do 






^ o 
H 




<1 


;2i 


In. 








Lbs. 






In. 








Lbs' 






3 


^ 15 


10 50 


10 60 


7 


7 


3430 


14 


$0 90 


$3 25 


$3 60 


52 


154 


460 


4 


20 


60 


80 


9 


12 


2660 


15 


1 00 


3 75 


4 00 


57 


177 


420 


5 


25 


75 


1 00 


12 


19 


2000 


16 


1 20 


4 25 


4 80 


66 


201 


364 


6 


30 


1 00 


1 20 


16 


28 


1500 


18 


1 50 


4 75 


6 00 


82 


254 


290 


7 


35 


1 25 


1 40 


19 


39 


1260 


20 


1 75 


5 75 


7 00 


94 


314 


254 


■ 8 


40 


1 50 


1 60 


23 


50 


1040 


21 


1 90 


6 25 


7 60 


100 


345 


240 


9 


50 


1 75 


2 00 


28 


64 


860 


22 


2 10 


7 00 


8 40 


no 


380 


218 


10 


60 


2 10 


2 40 


33 


78 


730 


24 


2 50 


8 00 


10 00 


130 


452 


180 


12 


75 


2 75 


300 


42 


113 


570 

















A common fire brick is nominally 2| x 4|^ x 9 inches- 
An average brick will measure 2|^ x 4f x 8f inches. 
Our brick contains 100 cubic inches and weighs 7 pounds^ 
or 121 pounds per cubic foot. These brick, of a good 
quality, may be bought in St. Louis for from fifteen 
($15.00) dollars to twenty-five ($25.00) dollars per thou- 
sand. 

The manufacture of blocks for fire-proofing buildings 
from St. Louis clays has of late become quite extensive. 
This material is more or less porous, and ranges in 
density from that of fire brick to about two-thirds of 
that value. Made up into hollow-arch blocks for floors; 



34 



ENGINEERING DATA, 



a 7-inch floor will take about 30.6 pounds of blocks per 
square foot of floor, while a 13-inch floor will take about 
58. 8 pounds per square foot. 

The market price of floor and partition blocks, etc., is 
about seven ($7.00) dollars per ton of 2,000 pounds. 
The labor, mortar, lumber, etc., required to set these 
blocks will be about ten (10) cents per square foot for 
an 11 -inch floor. 



CEMEIVT. 



this 



Louisville cement has been so largely used in 
vicinity that it has considerable local interest. 

It is manufactured from strata of cement rock occur- 
ring in a Devonian formation. 

This rock is calcined and ground, and is then ready 
for the market. 

The following table compares the composition of 
Louisville and Crystal City cements with Rosendale : "^ 



Analyses of Cements, 



1 


MATERIAL. 


Loss by 
Ignition. 


0^ 


Oxide of 
Iron. 

Alumina 


6 


.5 




1 

2 
3 
4 

5 
6 


Anchor Cement (Louisville) . . . 

Queen City cement " 
Hulme Star 

Crytal cement (Missouri) 

Rosendale cement (New York) 


19.22 
3.64 
4.65 
5.94 
7.09 
6.92 


21.83 
27.39 
23.31 
23.65 
22.26 
28.55 


2.26 11.24 

14.08 
2.14 10.37 

16.84 

21.70 

18.60 


36.56 
43.80 
48.18 
45.98 
36.76 
33.79 


7.27 

7.a5 

8.33 

5.74 

9.84 

10.38 


1.61 
1.94 
2.19 
1.83 
1.14 
1.55 



These analyses were made for practical information 
only, and are, therefore, not quite as exhaustive as they 
might be, but the several constituents m each case were 



determined with great care. 



* T. J. Caldwell. 



ENGINEERING DATA. 35 

The '^loss by ignition" shown by any sample of 
cement, which may be determined in a few minutes, is a 
pretty fair indication of its condition and consequent 
value. Nos. 1, 2 and 3 were cement sampled out of 
barrels on the street, intended for street reconstruc- 
tion. 

No. 1, by briquette test, was found to be extremely 
poor, and the loss of 19.22 per cent, by ignition is an 
excellent index of its poor quality. A number of igni- 
tion tests of Louisville cement showed that when the 
loss was as much as 10 per cent, the cement could be 
pronounced very inferior. 

No. 4 was sent direct from Louisville by request. 

No. 5 was sampled at the warehouse. 

No. 6 was sent by the local cement agent from stock 
on hand. 

The City Sewer Department has required Louisville 
cement to stand a tensile test of sixty pounds per square 
inch, after thirty minutes in air and twenty-four hours 
in water, with but few rejections. 

On the Water Works Extension Louisville cement 
has been required to have a tensile strength of ninety 
pounds per square inch, after two hours in air and forty- 
eight hours in water, and to have such fineness that 90 
per cent, will readily pass through a sieve having 2,500 
meshes per square inch. A considerable proportion of 
the cement failed to pass these tests, especially that for 
fineness. 

A Louisville cement barrel has a capacity of 3.5 cubic 
feet, while a Rosendale barrel has a capacity of 3. 8 cubic 
feet, and an ordinary Portland barrel has 3.3 cubic feet 
capacity. 



36 ENGINEERING DATA. 

Weight Per Barrel : 

Louisville. Portland. 

Empty barrel 20 fts. 20 fts. 

Cement 265 " 380 " 

Full barrel 285 '' 400 " 

CONCRETE. 

The table given below shows the results of some ex- 
periments to determine the cross breaking strength of 
concrete made in the form of beams. 

These beams were 10 inches square and 5 feet long. 
They were made of the ordinary broken limestone and a 
clean, sharp river sand. They were made up in trenches 
November 25-7, 1885, and left in the ground till April, 
1886. Then they were exposed to the weather, with 
board covering, till tested on October 29, 1887. They 
were, therefore, nearly two years old when tested. 
They were placed on supports, 60 inches apart, and 
loaded in the middle in a Riehle testing machine. 

The cement used in the beams tested neat as follows : 
Louisville (Hulme-Star brand), 30 min. in air 

. and 66 hrs. in water 122 lbs. 

Alsen's Portland, 24 hrs. in air, 50 hrs. in 

water 228 " 

Cumberland (American) Portland, same time. . 134 " 

White's Portland, 24 hrs. air and 48 hrs. water, 109 '' 

" " 3 months, 13 days in air ... . 505 " 

The tests of the beams gave the following results, the 
modulus in cross-breaking being computed by the ordi- 
nary formula, viz. : f = A ^^. 

Where w — breaking load on beam. 
'^ 1 — length of beam in inches. 
" b — breadth of beam in inches, 
h — depth of beam in inches. 



(( 



ENGINEERING DATA. 



37 



TESTS OF ^CONCRETE BEAMS 10 INCHES SQUARE AND 

60 INCHES LONGT.* 



COMPOSITION OF BEAMS. 


Breaking 
load. 


Cross- 


Cement. 


Sand. 


Broken 
stone. 


breaking 
modulus. 


Louisville IH 

2 


3 
4 
4 
5 
6 
5 
6 
5 
6 


6 
9 
9 
9 

1© 
9 

10 
9 

10 


1,600 
2,050 
3,600 
3,600 
4,200 
2,600 
800 
4,300 
4,400 


140 

206 


" 2 


.S24 


Alsen's Port 2 

IH 

tCumberland Port .... 2 
" .... I'A 

White's Port 2 

1% 


a50 

378 
234 
72 
356 
396 







The following table shows some experiments made to 
determine the strength of Louisville cement concrete in 
compression for different proportions of ingredients. 

Six concrete blocks, eight inches by eight inches by 
twelve inches, were made with Queen City Louisville ce- 
ment. The blocks were crushed when six mouths old. 
They had a cross section of about sixty square inches: 

CRUSHING STRENGTH OF LOUISYILLE CEMENT CON- 

CRETE.t 



PARTS BY VOLUME. 


Crushing 
strength in 
pounds per 
square inch. 


PARTS BY VOLUME. 


Crushing 
strength in 


Cement 


Sand. 


stone. 


Cement 


Sand. 


stone. 


pounds per 
square inch. 


1 

1 
1 


2 

2 
2 


5 
5 
4 


410 
500 
340 


1 
1 
1 


2 
1 

1 


4 
3 
3 


410 
650 
640 



STRENGTH OF GRANITOID BEAMS.? 

Mdde of Crushed Granite and Portland Cement. 

Each result is the mean of two tests on beams 4" x 4' 



* See Note 14. 

t American cement. 

t See Note 14. 

§ See Note 15. 



38 



ENGINEERING DATA. 



18" long, broken by a load in the middle. The strength 

in pounds per square inch is computed from the formula 

f =? wl 



2bh2 





Age 
in weeks. 


FINE GRANITE. 


COARSE GRANITE. 


Mixture. 


Strength per 




Strength 








square in. 


Mean. 


per sqr. in. 


Mean. 


3tol 


6 


Sta- 




447 




<( 


8 


sis 


336 


497 


465 


n 


10 


370 




452 




4tol 


6 


274 




434 




(I 


8 


242 


306 


4S9 


449 


(( 


10 


401 




473 




5tol 


6 


233 




377 




(( 


8 


289 


353 


445 


436 


(( 


10 


539 




485 




6tol 


6 


337 




472 




n 


8 


339 


364 


461 


481 


u 


10 


416 




511 





The following data on cost of concrete* are taken 
from notes regarding Portland cement concrete put on 
the haunches of the waterworks conduit arch. All the 
materials were close to the work; the concrete was mixed 
by hand and shoveled from the bed into place. The 
amount of concrete used averaged 0.487 cubic yards to 
the running foot. The gang of men consisted of one 
foreman at $3.00 and twelve laborers at $1.75 each, 
$21.00=$24.00. This gang put in 38 cubic yards, or 78 
linear feet, per day; hence, cost of mixing averaged 
$0.63 1-6 per cubic yard. 

The specifications call for materials in the proportions: 
cement, 1; sand, 2^; rock, 5. 

*See Note 5. 



ENGINEERING DATA. 39 

On a 156' section of work there were used 

67 barrels cement, - @$3.00.. $201.00 
25 cubic yards sand, - @ 75. . 18.75 
50 cubic yards crushed rock,® 2.00 . . 100.00 

$319.75 
This made 76 cubic yards of concrete. 

Hence, cost of material per cubic yard $4. 21 

" " mixing 63 1-6 



Total cost, not including tools or general 

superintendence $4.84 

To compare with the above we have the following case, 
which shows the cost of mixing and depositing concrete 
in the foundations of pier No. 4 of the Maline Creek 
aqueduct bridge. 

The concrete was composed of one part of Louisville 
cement, two parts of sand and six parts of rock. The 
cement and sand were thoroughly mixed dry, then with 
water. 

One-half of the rock was deposited on another bed 
and about one-half of the mortar thrown over it; the 
rest of the rock was deposited on this and the remainder 
of the mortar thrown on it. The whole mass was then 
turned three times by shoveling into piles. It was then 
shoveled into the boxes for lowering it into place. 



Foreman, 


3 days. 


@ $3.33. .. 


..$10.00 


u 


3i " 


@ 3.00... 


.. 10.50 


Laborers, 


26.4 " 


@ 1.75... 


.. 46.20 


Engineers, 


3.1 " 


@ 2.50... 


.. 7.75 


Engine, etc., 


3.1 " 


@ 2.00... 


.. 6.20 


Teams, 


H " 


@ 3.50... 


.. 12.25 


Coal, 


30 bu., 


@ .09... 


.. 2.70 



$95 . 60 



40 ENGINEERING DATA. 

Cubic yards of concrete 99 . 196 

Cost per cu. yd. for mixing and deposit- 
ing in place $0 . 965 

To show the cement required per cubic yard of con- 
crete, the following is given: 

The six foundations for Maline Creek aqueduct bridge 
are made of concrete composed of one part of Louis- 
ville cement, two parts of sand and six parts of rock. 

Total cu. yds. of concrete 970.672 

'' barrels of cement in concrete 854. 

Cu. yds. of concrete to a barrel of cement. 1.14 
Barrels of cement to a cu. yd. of concrete . 0. 88 

On the waterworks conduit where the proportions 
were two parts of Portland cement, five parts of sand 
and ten parts of broken stone, a barrel of cement would 
usually make from 1.10 to 1.20 cubic yards of concrete. 

The floor of the conduit is covered with a three-inch 
layer of granitoid, made in the usual manner with a 
smooth finish. A barrel of cement laid from 42 to 72 
square feet of granitoid, averaging about 50 square feet. 
A ton of crushed granite will lay about 66 square feet 
and costs about $2.50 in the city. 

STONE MASONRY.* 

To show the amount of cement required for stone 
masonry, we have the following notes on the Louisville 
cement used in the piers of the Maline Creek aqueduct 
bridge. The mortar was one of cement and two of 
sand by volume: 

*See Note 16. 



ENGINEERING DATA. 



41 



Piers Nos. 1 and 6. 

Size of piers, 11' x 19.5'. Average sizes of stones, 
about 10 cubic feet. Stones cut to half -inch joints. 
The backing was about one-fourth of the contents. 

Bbls. cement 
Cu. yds. masonry. Bbls. cement. per cu. yd. 

31.75 23 0.72 

29.1 17 



Pier No. 

1 

6 



6©. 85 40 

Piers Nos. 2 and 5. 



0.58 
0.66 



Size of piers, 11' x 19.5'. Average size of stones, 
about 13 cubic feet. Backing about one-fourth of the 
contents. 



Pier No. 

2 
5 



Cu. yds. masonry. Bbls. cement. 

67.7 37.5 

63.4 24.0 



Bbls. cement 
per cu. yd. 

0.55 
0.35 



0.47 



131.1 61.5 

Piers Nos. 3 and 4. 

Size of piers, 4' x 19.5'. Average size of stones, 
about 15 cubic feet. These are really dimension stones, 
without any backing. 

Pier No. Cu. yds. masonry. Bbls. cement. 

3 42.92 8 

4 43.08 _9^ 

17 



als. cement 


Percu. yd. 


0.19 


0.21 



86.00 



0.20 



On the recent work of the waterworks extension in 
different classes of stone masonry laid in Portland cement 
in the proportion of two parts of cement to five parts 
of sand, the amount of cement used per cubic yard of 
masonry has varied from 0.24 to 0.65 barrels, accord- 
ing to thickness of the joints, amount of backing, etc. 

The following notes will give a rough idea of the cost 
of setting stone: 



42 • ENGINEERING DATA. 

Cost of setting stones in Pier No. 4, Maline Creek 
Bridge. 

Size of pier, 4' x 19.5', with footing course 5, x 20.5'; 

14.52' in height. Average size of stones, about 15 cubic 

feet. Time of setting, 21 hours. 

Foreman, 2| days, @ $4.50. $ 11.25 

'\ 1^ " @ 3.33.. .. 5.00 

Stonemason, 2| " @ 4.00 10.50 

Labor, 16.9 " @ 1.75 29.58 

Teams, 1^ "- @ 3.50 5.25 

. Total cost .$ 61,58 

Total number of cubic yards. 43.08 

Cost of setting per cubic yard $1.42 

In the new inlet tower at the Chain of Rocks, the 
actual cost of laying the masonry, not including any 
materials, was about $2.25 per cubic yard. This was 
heavy cut granite and limestone, laid in courses, with 
Grafton stone backing. 

The following table shows the contract prices of stone 

masonry per cubic yard on the waterworks extension to 

1892: 

COST OF STONE MASONRY. 





Stone used. 


Maximum. 


Minimum. 


Dimension cut as in arches, etc. .B 

Dimension cut as in arches, etc 

Coursed and dimension cut 

Coursed and dimension cut (en- 
gine foundation) A 

Coursed cut in gate chambers, etc . . 
Coursed cut in gate chambers, etc. . 
Coursed cut in gate chambers, etc. A 
Heavy retaining walls, broken 

range A 

Foundation walls, rubble. . B 


Grafton. 
Bedford. 
Granite. 

Grafton. 
Bedford. 
Grafton. 
Joliet. 

Grafton. 
Grafton. 
St. Louis. 


$29 00 
45 00 A 
6% OOA 

29 85 

30 OOA 
25 OOA 
20 00 

18 00 
6 75 
5 00 


$ 28 00 
22 50B 
39 50B 

15'56b" 

11 40 B 


7 50 


Foundation walls, rubble. A 









Signifies Portland Cement. 
Signifies Louisville Cement. 



ENGINEERING DATA. 



BRICK MASONRY. 



43 



The table given below shows the results of some ex- 
periments to determine the cross-breaking strength of 
brick masonry. The beams were sixty inches long be- 
tween supports, twelve inches high and eight, and one- 
half inches wide. The modulus in cross-breaking was 
computed by the ordinary formula, viz. : f= |^ 

Where w=center breaking load. 

1= length between supports in inches. 
b=breadth in inches. 
h=depth in inches. 

STRENGTH OF BRICK MASONRY BEAMS.* 

Two Years Old. 



COMPOSITION OF MORTAR. 


Breaking Load, 
pounds. 


Cross-breaking 
modulus f. 


Cement. 


Sand. 


Lbs. per sq. inch. 


Louisville 1 

Alsen'sPort. 1 


1 
3 


4,000 . 
2,300 


274 

158 



The following data are taken from waterworks con- 
duit construction :f 

The work consisted of two side walls 2' 6'' high and 
13" thick, covered by an arch of 9' inside diameter and 
13// thick. The arch was turned on centering in five 
lengths of 16 feet each. The brick was of average size 
for St. Louis, and laid with push joint in the 13" wall — 
the joints averaging about 



¥■ 



* See Note 14. 
t See note 17. 



41 ENGINEERING DATA. 

Equivalent time of men as follows : 

166 bricklayers, 1 day each, @ $4.40= $730.40 

285 laborers, 1 day each, @ $2.00. . .= 570.00 

Total cost of labor for 1,065 cu. yds. $1,300.40 

Whence cost of laying one cubic yard, including mov- 
ing centers=$l. 221. 

Number of brick (by count) in one linear foot of con- 
duit, 400. 

Number of brick in wall % 6" high, 1' long, 13" thick, 
48.4. 

Number of brick in 1' of arch described above, 291.7. 

Number of brick in a cubic yard, 452, without allow- 
ance for waste, which was about 2 per cent. 

To lay one cubic yard of brick masonry, with joints of 
^\ there is required 452 brick, .55 barrels of cement and 
.20 cubic yards of sand. Mortar composed of one part 
Portland cement and two and one-half parts sand. 

Other notes from the conduit work show that the 
amount of Portland cement used per cubic yard of brick 
masonry ranges from 0.55 to 0.74 bbl., and is usually 
about 0.60 bbl. 

Other actual counts of the brick in a wall showed 408 
and 422 brick per cubic yard, respectively. 

On one section of the conduit each bricklayer averaged 
3,243 brick per day. 

In the inlet tunnel at the Chain of Rocks, where Port- 
land cement mortar, of the same proportions, was used, 
each cubic yard of brick work required 330 brick and 
0.97 bbls. of cement. The cost of laying, not including 
materials, was about $2.43 per cubic yard. 

CIRCUL4R BRICK SEWERS.* 

The sizes of brick sewers, their construction and 

*See Note 3. 



ENGINEERING DATA. 



45 



hydraulic factors, length built in St. Louis since 1880, 
and average cost per foot are shown by the accompany- 
ing table. 

The cement used was mostly Louisville. 

In the table the lengths built as district and public 
sewers are shown separately, to show the effect of differ- 
ence in mode of payment. District sewers are paid for 
by special tax bills, issued after the work is fully com- 
pleted; the contractor assuming all risks and costs of 
collection. Public sewers are paid for in cash, by 
monthly installments, as the work progresses. The cost 
per foot includes rock and other difficult work, hence 
the apparent irregularities in cost. 

Hydraulic factor C is given for brick sewers by 
formula, C= '^^•'' 



0.548 





HYDRAULIC FACTORS 


BUILT SINCE '80,IN ST.LOUIS 




FOR MAXIMUM CAPACITY. 


1 

DISTRICT. PUBLIC. 


Diam. 


Perim. 

Feet. 


Area, 
Sq. Feet. 


H.M.D. 
Feet. 


C. 


Length 
Feet. 


Cost. 


Length 
Feet. 


Cost. 


2'6" 
3'0" 


6.545 
7.854 
9.163 
10.472 
11.781 
13.090 
14.399 
15.707 
16.362 
17.017 
18.326 
18.980 
19.635 
20.290 
20.945 
21.599 
22.254 
23.562 
24.871 
26.180 
27.489 
31.415 


4.767 
6.865 
9.173 
12.204 
15.444 
19.068 
23.070 
27.458 
29.80 
32.23 
37.374 
40.09 
42.90 
45.81 
48.818 
51.91 
55.11 
61.78 
68.84 
76.274 
84.09 
109.834 


0.768 

0.874 ' 

1.020 

1.168 

1.311 

1.457 

1.602 

1.748 

1.821 

1.894 

2.039 

2.112 

2.185 

2.258 

2.331 

2.404 

2.476 

2.622 

2.768 

2.913 

3.059 

3.496 


110.5 
114.4 
117.7 
120.4 
123.0 
124.8 
126.9 
128.3 
129.0 
129.8 
131.1 
131.8 
132.6 
133.2 
133.5 
134.3 
134.8 
135.8 
136.5 
137.6 
138.3 
140.3 


7,105 


$ 3 05 


790 
2,150 
3,521 
4,525 
2,537 
1,534 
2,389 
1,893 


$2 74 
3 00 


3'6'' 






3 87 


4'0" 






5 43 


4'6" 






4 42 


5'u" 
5'6" 
6-0" 
6'3" 


"402 
583 
630 

1,521 


■"7'32' 

7 86 

7 84 

12 48 


6 21 
8 47 
8 00 


6'6' 
7^0" 
7'3" 


549 
3,312 
2,565 
2,654 

6,018 


7 57 
9 93 

6 86 


7/g// 






8 01 


7'9" 
8'0" 
8'3" 
8 6'' 
9'0', 
9'6' 


597 

361 

508 
3,848 


9 95 

10 66 

11 43 
17 63 


■■'io'72 


1,036 


8 40 






188 


13 65 


lO'O'' 
10'6" 












7,302 
1,382 


16 89 


12'0" 






17 16 











46 



ENGINEERING DATA. 



A useful and easily remembered rule for roughly 
estimating the cost of brick work where no ornament is 
required, is that a cubic yard of brick work will cost 
about as much as a thousand of brick. 

PIPE SEWERS. 

The following table shows the cost, etc., of the city 
pipe sewers, which are made of vitrified clay pipe: 

Clay Pipe Sewers.* 





HYDRAULIC FACTORS FOR 
MAXIMUM CAPACITY. 


BUILT SINCE 
1880. 


Diam. 
inches. 


iPerim., 

Feet. 


Area, 
Square Ft 


H. M. D., 

Feet. 


c. 


Length, 
Feet. 


Cost. 


12 
15 
18 
24 


2.618 
3.272 
3.927 
5.236 


0.763 
1.192 
1.716 
3.051 


0.291 
0.364 
0.437 
0.583 


99.8 
105.2 
109.5 
116.2 


177,555 

145,945 

30,212 

138 


$0 91 
1 04 

1 30 

2 67 



TIMBER,t 

The experience of the City Bridge Department has 
been in the case of bridge floors, that when the timber is 
subjected to wear by heavy traffic, oak will last about 
twice as long as white pine, but where there is no wear 
the pine will last about as long as the oak. In the 
bl*idges of Forest Park, yellow pine has not lasted as 
well as white pine. 

On the Duncan avenue bridge, over the Wabash R. R. 
tracks, yellow pine joists were found to be perfectly 
sound after sixteen years. It is supposed that the dry- 
ing effect of the smoke from the locomotives preserved 
them from decay. 

On the floor of the Jefferson avenue bridge sawed 
gum blocks lasted eight years, but gave trouble by 
swelling. 



*See Note 3. 
iSee Note 18. 



ENGINEERING DATA. 47 

On the Eighteenth street bridge sawed white pine 
blocks were entirely gone in five years. Some of these 
blocks were originally treated with chloride of zinc, but 
these lasted no better than the untreated. 

The bridge was again paved with white pine blocks, 
and after one year they are rotting badly. 

On the Grand avenue bridge, white pine blocks, un- 
treated, have lasted three years. 

Under the rails of the incline of the temporary pump- 
ing plant of the waterworks, yellow pine ties and 
stringers were badly decayed in five years. These tim- 
bers were embedded in cinders and submerged at high 
water. The timbers at the lower end of the incline, 
which were embedded in mud, were still sound. 

CAST IRON.* 

The tensile strength of cast iron, as obtained from 
-St. Louis iron foundries is from 17,000 to 30,000 lbs. 
per square inch. 

The best practice is, for ordinary castings, 20,000 
lbs.; for the best, 25,000 lbs. 

The crushing strength varies from 50,000 to 130,000 
lbs. per square inch, but should not be specified, since 
the irons very strong in compression are apt to be too 
hard and brittle for finishing and for service. 

The cross-breakinir streno^th varies from 25,000 to 
50,000 lbs. per square inch on the extreme fibre, when 
computed from the formula for rectangular beams : 

-^~ 1^2 where 

f=stress per sq. in. , in lbs. 
w=load on center in lbs. 
l=length between supports, in inches. 
b=breadth of beam, in inches. 
h=depth of beam, in inches. 

* See Note 15. 



48 ENGINEERING DATA. 

For ordinary castings the metal should stand a break- 
ing load, f^ equal to 36,000 lbs. per square inch ; or, in 
other words, a beam 24 inches long and 1 inch square 
should carry a load of 1,000 lbs. at its center. 

If stronger iron is requjred, a value of /*, equal to 
45,000 lbs. may be obtained, or a beam 1 inch square 
and 30 inches long, should carry 1,000 lbs. at its center. 

The resilience of a body is its property of absorbing 
the energy of 'a blow. 

Its elastic resilience is measured by the quantity of 
energy it may absorb and fully recover, or absorb 
without being strained beyond its elastic limit. 

Its total resilience is measured by the total energy it 
may absorb without breaking. 

Since cast iron usually breaks by some kind of shock 
or blow, its resilience is much more important than its 
strength. Furthermore, the resilience is very much 
more uncertain than the strength. It follows that a test 
for resilience is many times more necessary than a test 
for strength. 

The simplest method of finding the resilience of cast 
irpn is by means of a cross-breaking test. The total 
resilience of a rectangular bar in cross-breaking is one- 
half the product of the breaking load into the deflection 
of the middle point. If we now divide by the weight 
of the bar in pounds, we obtain the cross-breaking resil- 
ience of the iron per pound of metal. 

This result varies from ten, for the most brittle and 
worthless irons, to sixty for the toughest and strongest. 

In good, local practice here the iron for ordinary cast- 
ings will have a resilience of not less than twenty-five 
inch-pounds per pound of metal, while that for ma- 



ENGINEERING DATA. 



49 



chinery castings will run over thirty-five inch-pounds 
per pound of metal. The resilience in inch-pounds per 
pound of metal is the best measure of the resistance of 
the iron to shocks and blows. 

BRONZE.* 

The following table shows the character of alloys 
made here. The composition designated as gun metal 
is composed of eighty-five parts of copper, ten of tin 
and five parts of zinc, and is used for bearing parts of 
water valves, gates, etc. These tests were made at dif- 
ferent times and the bars were from different St. Louis 
foundries taken in the course of inspection : 



Kind of bronze. 



Phosphor bronze 

Phosphor bronze 

( ( ii 

n - <: 

(( n 

a u 

1 ( ( < 

Gun metal 

*SeeNotel9. 
t Flaws. 



Tensile 
strength, lbs. 
per square in. 



29,950 

25,180t 

34,110 

30,400 

31,000 

32,900 

32,500 

23,800 

22;000 

29,100 

29,000 



Length in 

inches of 

portion 

measured 



8 

10 

10 

6 

6 

10 

10 

6 

6 



Per cent. 

of 
elongation 



7.37 

4.37t 
20.0 
12.5 

8.1 
19.7 
16.7 

3.7 

3.7 
10.0 
10.5 



50 ENGINEERING DATA. 

• NOTES. 

Note 1. — Contributed by E. D. Meier, Mem. Am. 
Soc. C. E. , President of Heine Boiler Co. , Past Presi- 
dent of the Engineers' Club. 

Note 2. — These notes were contributed by F. E. 
Nipher, Professor of Physics, Washington University, 
formerly Director of Missouri Weather Service, Past 
President of the Eno;ineers' Club. 

Note 3.— Contributed by R. E. McMath, Mem. Am. 
Soc. C. E., Sewer Commissioner of St. Louis, Past Presi- 
dent of the Engineers' Club. 

Note 4. — Compiled from several authorities by the 
Chairman of the Committee on Local Engineering Data. 

Note 5 — .The notes on cost of foundations and ex- 
cavation and concrete were furnished mainly by Thos. 
B. McMath, C. E., and C. V. Mersereau, Mem. Am. 
Soc. C. E. ; both Division Engineers on the Waterworks 
Extension. 

Note 6. — Contributed by Jas. A. Seddon, C. E., 
Div. Engr. Waterworks Extension. 

-Note 7.— Computed by W. S. Henry, C. E., Asst. 
Engr. Waterworks Extension. 

Note 8. — The river data were furnished mainly by 
J. A. Seddon and Geo. H. Johnson, 

Note 9. — These tests were made for the Club by J. 
B. Johnson, C. E., Professor of Civil Engineering, 
Washington University. 

Note 10. — The greater part of this table was fur- 
nished by S. F. Burnet, C. E. , Asst. Engr. Waterworks 
Extension. 



ENGINEERING DATA. 51 

Note 11. — The notes on sand were taken from the 
Waterworks Extension Records by the Chairman of the 
Committee. 

Note 12.— Contributed by S. F, Burnet, C. E., Diy. 
Engr. Waterworks Extension. 

Note 13. — Collected from various sources by the 
Chairman of the Committee. 

Note 14. — These tests were made by Prof. Johnson 
for the Water Department. 

Note 15. — Contributed by J. B. Johnson, Mem. Am. 
Soc. C. E., Prof, of Civil Engineering, Washington 
University, past President of the Engineers' Club. 

Note 16. — Contributed largely by C. V. Mersereau, 
Mem. Am. Soc. C. E., Div. Engr. Waterworks Ex- 
tension. 

Note 17.— By Thos. B. McMath, C. E., Div. Engr. 
Waterworks Extension. 

Note 18. — The bridge experience was obtained from 
Carl Gayler, Mem. Am. Soc. C. E., City Bridge Eng. 

Note 19. — These data were taken from the Water 
Department Records by the chairman of the committee. 

Note 20. — Chemical analyses v^qyq obtained from Thos. 
J. Caldwell, C. E., Inspector and Chemist of St. Louis 
Street Department, and from Jno. F. Wixford, Chemist 
of St. Louis Water Department. 

Note 21. — The tables of fuels and boiler tests were 
supplied by W. B. Potter, E. M., Professor of Mining 
and Metallurgy, Washington University, and Manager 
of St. Louis Sampling and Testing Works; Past Presi- 
dent of the American Inst, of Mining Engineers, and 
Past President of the Eno;ineers' Club. 



52 ENGINEERING DATA. 



Committee on Local Engineering Data 



J. B. Johnson, Mem. Am. Soc. C. E., Professor of 
Civil Engineering, Washington University, St. Louis, 
Past President Engineers' Club. 

KoBT. MooRE, Mem. Am. Soc. C. E., Chief Engineer 
of Merchants' Terminal R. R. of St. Louis, President 
of the Engineers' Club. 

S. Bent Russell, Chairman, Mem. Am. Soc. C. E., 
Assistant Engineer in Charge of St. Louis Water 
Works Extension. 



TABLE 



PROXIMATE ANALYSES AND CALORIMETER DETERMINATIONS OF BITUMINOUS COALS. 



Locality. 



orific Power 



Gillespie Coal— Macoupin Co., Ill 

' John's Coal— Perry Co., Ill 

; Coal, Vulcan, St. Clair Co. ', 111. ' ! ! 

Glair, 111 ■.:;'. 

St. Bernard— lud. & St. Louis R'y!'.'.! ! 
GirardCoal, Macoupin Co., Ill 

CoUinsville, Madison Co., 111...'.'.".'.'!!. 

tz Bluff, St. Clair Co., Ill 

Oaklnnd Coal, St. Clair Co., Ill 

sCoal, Ft. Worth 

Duquoin, Jupiter, Perry Co., Ill 

ton Coal, Clinton, III 

Streator Coal, La Salle Co.', III'. ! ! !!!!!! 
Big Muddy, Jackson Co., Ill 

New Mexico Coal ! 

Arkansas (A), Coal Hill, Johnson Co. 

Indian Territory, Atoka 

" Choctaw Nation 

Arkansas (B), Huntington Co 

Tennessee Coal ! 

Pittsburgh Coal, Pa., (ay. of 5 lots) ... 



10,143 
10,332 
10,395 



10,143 
10,332 
10.396 
10,426 
10,710 



12,035 

13,600 
13,104 



10.50 
10.69 
10.76 



MS. 49 
13.03 



TABLE II. 

ULTIMATE ANALYSES OF COALS CLASSIFIED IN THE ORDEE OF THEIR RESPECTIVE CALCULATED CALORIFIC POWERS. 



AND LOCALITY. 



!ig Muddy, Jackson Co., Ill 

Ellsworth, Macoupin Co., Ill 

Mt. Olive, Macoupin Co., Ill 

Reinecke, St. ClairCo.,111 

Johnson's, St. Clair Co., Ill 

Loose's, Sangamon Co., Ill 

Riverton, Sangamon Co., Ill 

Pittsburgh. Pa., Coking Coal 

Glen Mary, Scott Co., Tenn 

Spadra, Johnson Co., Ark 

Indiana Block 

y Lind, Sebastian Co., Ark 

Pittsburgh Coal (average of 5 boiler tests). 

Huntington, Ark 

Briar Hill, Mahoning Co., Ohio 

Coal Hill, Johnson Co., Ark 

Hocking Valley, Ohio 



13,7.')3 
13,714 
13,713 



RESULTS or doii.be tests abeauged in the oeder op their respective evaporative powers. 



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